3003 W CASINO RD BLDG 40-23 2019-06-19

Todd Haberlack Everett Planning-Civic Affairs/Land Use/Lease Planner FACILITIES & 425.260.2668 ASSET MGMT todd.j.haberlack@boeing.com Facilities Service Request Link Office move request Hours 6AM-2:30PM From:James Bronder (mailto:JBronder@everettwa.govl Sent: Monday, October 1, 2018 3:28 PM To: Haberlack(US),Todd J<todd.i.haberlack@boeing.com> Subject: B1809-027 Permit Comments/Questions Todd, I'm looking through this set and I have a few questions/comments: 1. The drawings do not appear to be signed by the engineer or architect of record. A stamp is present for the engineer, but the drawings do not have signatures affixed to them. I can sign for the structural drawings. Also, is there an architect for this project? Typically,an architect is used on most of these TIs when submitting the drawing packages and was wondering if a stamped and signed architectural set was not submitted. 2. On the structural drawings and the permit calculations,the new CMU bearing walls do not appear to have an out-of-plane calculation for the walls or their anchorage at the top of the wall per ASCE 7-10 Sec 12.11. Please have the engineer of record clarify and revise connections and calculations as required. CMU walls are not bearing walls.The function of the new walls is a partition only. There is no ceiling or diaphragm. Mechanical engineering design prohibit it to have ceiling because the fans must blow the air through that area. Wall out of plane force is resisted by the welding of W5x19 sits on HSS8x8(see detail B of S623a),which is%" fillet weld 2 sides. Total welding length is 8"+8" = 16". Welding design strength=0.75[0.707x1/4"x16"j (0.6x70ksi) =89kips(AWS) From ASCE 7-10 12.11 Ka=1 (there is no diaphragm) Fp=0.4*Sds * Ka * le *Wp=0.4 x 0.965 x 1 x1x(90PSFx5'x10')= 1737 LBS.= 1.7 kips(LRFD)X2.5=4.25 kips < 89 kips OK. 3. On page A-1 of the permit calculations and Item 3 of Design Criteria on Sheet S2 of the permit drawings, it appears that ordinary steel moment frames and non-reinforced masonry shear walls are the proposed lateral systems for the addition. However, both lateral systems do not appear to be usable lateral systems per ASCE 7- 10 Sec 12.2.5.6 and Table 12.2-1 given the site's classification as Seismic Design Category D. Also,typical CMU walls specify a minimum amount of reinforcement which appears to be shown on Detail 4/S623. Please clarify the proposed lateral systems and revise drawings and calculations as required. Ordinary moment frames is permitted to be used for single story with height less than 65 FT and roof dead load less than 20PSF. In this project,we have a 10FT high walkway with stair.